【某教學(xué)樓結(jié)構(gòu)設(shè)計(jì)中的荷載內(nèi)力探析計(jì)算綜述2200字】

某教學(xué)樓結(jié)構(gòu)設(shè)計(jì)中的荷載內(nèi)力分析計(jì)算綜述目錄TOC\o"1-2"\h\u16112某教學(xué)樓結(jié)構(gòu)設(shè)計(jì)中的荷載內(nèi)力分析計(jì)算綜述 1269851.1恒載計(jì)算 1224481.1.1節(jié)點(diǎn)分配系數(shù) 1204031.1.2彎矩計(jì)算 3151831.1.3恒載內(nèi)力計(jì)算 426881Nc=Vb+P 730871.2活載計(jì)算 8259591.2.1活載梁端彎矩計(jì)算 8320121.3雪荷載計(jì)算 12188221.4風(fēng)荷載內(nèi)力計(jì)算 13282991.5地震作用內(nèi)力計(jì)算 17恒載計(jì)算節(jié)點(diǎn)分配系數(shù)為便于計(jì)算，將一榀框架節(jié)點(diǎn)編號(hào)如下：一榀框架節(jié)點(diǎn)圖彎矩二次分配法中彎矩分配是按照節(jié)點(diǎn)連接處桿件線剛度大小進(jìn)行分配，因此，需要先行計(jì)算節(jié)點(diǎn)分配系數(shù)，某桿件的分配系數(shù)即為桿件線剛度占該節(jié)點(diǎn)處所有桿件線剛度的比例，以1號(hào)節(jié)點(diǎn)為例，求1號(hào)節(jié)點(diǎn)處分配系數(shù)：μμ同理，計(jì)算其他節(jié)點(diǎn)處彎矩分配系數(shù)，結(jié)果繪圖如下：彎矩分配系數(shù)圖彎矩計(jì)算框架梁的固端彎矩計(jì)算公式如下：M以頂層為例，按上式計(jì)算梁固端彎矩：MMM其它層計(jì)算同理，得出各層固端彎矩見(jiàn)下表：梁端彎矩表梁端彎矩梁AB梁BC梁CD5-134.669-10.562-134.6694-146.528-8.087-146.5283-146.528-8.087-146.5282-146.528-8.087-146.5281-146.528-8.087-146.528恒載內(nèi)力計(jì)算根據(jù)前面計(jì)算固端彎矩，使用Excel表進(jìn)行彎矩二次分配計(jì)算，過(guò)程如下：恒載彎矩二次分配表恒載工況彎矩圖均布荷載下梁柱端剪力計(jì)算方式如下：VV計(jì)算結(jié)果見(jiàn)下圖：恒載作用下剪力圖一榀框架軸力計(jì)算公式：N上式中，P為傳至柱上的集中力，V為柱節(jié)點(diǎn)兩側(cè)的剪力差，且考慮柱自重，結(jié)果見(jiàn)下圖恒載作用下軸力圖活載計(jì)算活載梁端彎矩計(jì)算活載計(jì)算方法同恒載，計(jì)算結(jié)果如下：梁端活載彎矩表梁端彎矩梁AB梁BC梁CD第5層-39.039-2.820-39.039第4層-48.875-4.920-48.875第3層-48.875-4.920-48.875第2層-48.875-4.920-48.875第1層-48.88-4.92-48.88EQ活荷載彎矩二次分配法計(jì)算：活荷載彎矩二次分配表活載作用下彎矩圖活載柱端剪力與梁端剪力計(jì)算公式：VV計(jì)算結(jié)果如下：活載作用下剪力圖軸力計(jì)算公式：N活載作用下軸力圖雪荷載計(jì)算EQ根據(jù)荷載設(shè)計(jì)規(guī)范及建設(shè)地點(diǎn)，雪荷載標(biāo)準(zhǔn)值Sk=0.45kN/mm2EQ雪荷載為活荷載，僅作用于屋面即頂層，梁端彎矩計(jì)算如下：MMM風(fēng)荷載內(nèi)力計(jì)算風(fēng)荷載內(nèi)力計(jì)算采用D值法（改進(jìn)的反彎點(diǎn)法），柱水平力分配按照柱側(cè)向剛度與總側(cè)向剛度比值系數(shù)進(jìn)行分配，即：一榀框架各層柱反彎點(diǎn)計(jì)算如下：第A軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)Ky0y1y2y3yyh(m)53.600.460.230.000.000.000.230.8343.600.460.330.000.000.000.331.1933.600.460.400.000.000.000.401.4423.600.460.500.000.000.000.501.8014.550.580.710.000.000.000.713.23第B軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)Ky0y1y2y3yyh(m)53.601.160.360.000.000.000.361.3043.601.160.410.000.000.000.411.4833.601.160.460.000.000.000.461.6623.601.160.500.000.000.000.501.8014.551.460.600.000.000.000.602.73第C軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)Ky0y1y2y3yyh(m)53.601.160.360.000.000.000.361.3043.601.160.410.000.000.000.411.4833.601.160.460.000.000.000.461.6623.601.160.500.000.000.000.501.8014.551.460.600.000.000.000.602.73第D軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)Ky0y1y2y3yyh(m)53.600.460.230.000.000.000.230.8343.600.460.330.000.000.000.331.1933.600.460.400.000.000.000.401.4423.600.460.500.000.000.000.501.8014.550.580.710.000.000.000.713.23EQ對(duì)梁、柱彎矩進(jìn)行計(jì)算，計(jì)算過(guò)程見(jiàn)下表MM中柱：MM邊柱：M第A軸梁柱節(jié)點(diǎn)彎矩（風(fēng)荷載）：層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)510.0915583923330.171.720.834.771.424.77422.4115583923330.173.811.199.194.5310.61334.7315583923330.175.901.4412.748.5017.27247.0515583923330.178.001.8014.4014.4022.90160.1417294813130.2112.633.2316.6740.8031.07第B軸梁柱節(jié)點(diǎn)彎矩（風(fēng)荷載）：層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)510.0930583923330.333.331.307.674.323.064.61422.4130583923330.337.401.4815.7210.928.0012.04334.7330583923330.3311.461.6622.2818.9813.2519.95247.0530583923330.3315.531.8027.9527.9518.7328.20160.1423362813130.2917.442.7331.7447.6123.8235.87第C軸梁柱節(jié)點(diǎn)彎矩（風(fēng)荷載）：層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)510.0930583923330.333.331.307.674.324.613.06422.4130583923330.337.401.4815.7210.9212.048.00334.7330583923330.3311.461.6622.2818.9819.9513.25247.0530583923330.3315.531.8027.9527.9528.2018.73160.1423362813130.2917.442.7331.7447.6135.8723.82第D軸梁柱節(jié)點(diǎn)彎矩（風(fēng)荷載）：層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)510.0915583923330.171.720.834.771.424.77422.4115583923330.173.811.199.194.5310.61334.7315583923330.175.901.4412.748.5017.27247.0515583923330.178.001.8014.4014.4022.90160.1417294813130.2112.633.2316.6740.8031.07風(fēng)荷載作用下彎矩圖水平荷載作用下，根據(jù)力的平衡條件，可知，梁端剪力可通過(guò)梁端彎矩進(jìn)行求解，公式如下：VM為梁端彎矩，L為框架梁跨度。風(fēng)荷載作用下剪力圖風(fēng)荷載作用下軸力圖地震作用內(nèi)力計(jì)算地震作用為水平方向作用，采用D值法進(jìn)行計(jì)算，計(jì)算方式同風(fēng)荷載，彎矩計(jì)算結(jié)果如下：第A軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)5145.9415583923330.1724.810.2368.7720.5468.774231.2715583923330.1739.320.3394.8446.71115.383296.8115583923330.1750.460.40108.9972.66155.702342.2315583923330.1758.180.50104.72104.72177.381368.5117294813130.2177.390.71102.12250.01206.84第B軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)5145.9430583923330.3348.160.36110.9662.4244.2866.684231.2730583923330.3376.320.41162.10112.6589.59134.933296.8130583923330.3397.950.46190.41162.21120.93182.132342.2330583923330.33112.940.50203.29203.29145.85219.651368.5123362813130.29106.870.60194.50291.76158.73239.06第C軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)5145.9430583923330.3348.160.36110.9662.4266.6844.284231.2730583923330.3376.320.41162.10112.65134.9389.593296.8130583923330.3397.950.46190.41162.21182.13120.932342.2330583923330.33112.940.50203.29203.29219.65145.851368.5123362813130.29106.870.60194.50291.76239.06158.73第D軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)5145.9415583923330.1724.810.2368.7720.5468.774231